CN102418386B - Reinforced concrete prefabricated integrally-cast building structure system and construction method thereof - Google Patents

Reinforced concrete prefabricated integrally-cast building structure system and construction method thereof Download PDF

Info

Publication number
CN102418386B
CN102418386B CN201010297732.3A CN201010297732A CN102418386B CN 102418386 B CN102418386 B CN 102418386B CN 201010297732 A CN201010297732 A CN 201010297732A CN 102418386 B CN102418386 B CN 102418386B
Authority
CN
China
Prior art keywords
girder
precast
steel
shaped steel
post
Prior art date
Application number
CN201010297732.3A
Other languages
Chinese (zh)
Other versions
CN102418386A (en
Inventor
杨峰
Original Assignee
杨峰
华汇工程设计集团有限公司
Priority date (The priority date is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the date listed.)
Filing date
Publication date
Application filed by 杨峰, 华汇工程设计集团有限公司 filed Critical 杨峰
Priority to CN201010297732.3A priority Critical patent/CN102418386B/en
Publication of CN102418386A publication Critical patent/CN102418386A/en
Application granted granted Critical
Publication of CN102418386B publication Critical patent/CN102418386B/en

Links

Abstract

The invention relates to a novel reinforced concrete prefabricated integrally-cast building structure system, which comprises a floor slab, superposed beams and columns and/or shearing walls. Each superposed beam comprises a primary beam and a secondary beam and consists of a prestressed prefabricated beam and a cast-in-situ part. The prestressed prefabricated beam comprises a beam body and prestressed steel stranded wires. Section steel is arranged at the end parts of the beam body. One part of the section steel is buried in the beam body and the other part of the section steel is exposed at the end part of the beam body. The prefabricated beam in the primary beam is connected with the columns and/or the shearing walls through the section steel. The prefabricated beam in the secondary beam is placed on the primary beam through the section steels. A plurality of template supporting holes are longitudinally arranged on the beam body of the prefabricated beam of the secondary beam and the beam body of the prefabricated beam of the primary beam in parallel with the secondary beam. By adopting the prefabricated beams to be integrally cast with the cast-in-situ beams and the cast-in-situ floor slab to form a structure system, the prefabricated beams are fabricated by adopting a pre-tensioning prestressed technique and can be produced on a large scale in plants at one time and the production cost is reduced.

Description

A kind of novel reinforcement integral precast house structural system and construction method thereof
Technical field
The present invention relates to a kind of house structural system, relate in particular to a kind of house structural system being formed by beam, post, plate, and the construction method of building this system.
Background technology
The structural system that agent structure in house building of the prior art is generally comprised of post, beam, plate, beam, plate, post can adopt integral precast or cast-in-place two kinds of mode of construction.Full cast-in-place construction technique is along with the significantly rising with labor cost that improves constantly of the prices of raw and semifnished materials, its heaviness, the extensive problem that consumptive material is many, wooden form consumption is large, the amount of labour used is large become increasingly conspicuous, and the revision of new seismic code also makes its cost advantage progressively disappear in addition.The component connector of tradition integral precast structure is complicated, and steel using amount is very large, and globality is poor.In prior art, for by cast-in-place and prefabricatedly effectively combine, there is the technical scheme of a lot of precast constructions.And the superposed beam of the full prestressing that employing high strength steel strand is main muscle, relevant technical scheme is fewer.In traditional precast construction, precast beam weight ratio is larger, and transportation is inconvenient, and precast beam more complicated is again installed at the construction field (site).In order to overcome above-mentioned shortcoming, some technical schemes that beam body is transformed in prior art, have been there are.For example Chinese Patent Application No. is CN200910060707.0 application for a patent for invention file, and open day is on July 22nd, 2009, discloses the cast-in-situ construction method of a kind of Prefabricated hollow superposed beam and beam and precast plate.The kernel of section of described beam body (2) is provided with through hole (1), and the top of described beam body (2) is provided with the vertical fiber (4) being connected with beam body (2) inner bay stud (7).A. in the upper plane both sides of beam body (2), relatively shelve precast plate (3), reserved poured joint between precast plate (3) and vertical fiber (4); B. to precast plate (3) the joint fluid concrete on beam body (4), until bury vertical fiber (4), or at the integrated poured concrete in top of beam body (2) and precast plate (3), shake is smash, floating, after maintenance is solidified, cast-in-situ beam slab.Alleviate the deadweight of beam body (2), and do not taken the inner space of building structure, be suitable for the building construction of frame construction, be also suitable for highrise building.Such scheme, by hollow beam body is set, reduces the weight of precast beam, can meet the needs of house building.Because the beam body in such scheme and floor have all adopted precast construction, plate from great, cost is high, the steel using amount of beam is large, structural integrity is poor.
Summary of the invention
Technical problem to be solved by this invention is to overcome the deficiency of above-mentioned prior art, provides that a kind of functional performance is good, anti-seismic performance is good, speed of application is fast, novel reinforcement integral precast house structural system and the construction method thereof of low cost of manufacture.
According to a kind of novel reinforcement integral precast house structural system provided by the invention, comprise floor, support the superposed beam of described floor, and post and/or shear wall, described superposed beam is divided into girder and secondary beam, described girder is used for connecting described post and/or shear wall, described secondary beam is connected on described girder, described superposed beam comprises prestressing force precast beam and cast-in-place part, wherein prestressing force precast beam comprises that Liang Tihe is embedded in described beam body the prestress wire as main muscle, the end of described beam body is provided with shaped steel, the part of described shaped steel is embedded in described beam body, remainder is placed on the end of described beam body, precast beam in described girder is connected with described post and/or shear wall by shaped steel, precast beam in described secondary beam is shelved on described girder by shaped steel, on the beam body of the precast beam of the beam body of the precast beam of wherein said secondary beam and the girder that parallels with described secondary beam, be vertically arranged with a plurality of nibs.
According to a kind of novel reinforcement integral precast house structural system provided by the invention, also there is following attached technical characterictic:
For connecting the beam body belly of the described girder of secondary beam, be provided with a plurality of through holes, the end of described secondary beam links together by described through hole and described girder.
Described post comprises cylinder and is embedded in the main muscle in described cylinder, described cylinder is provided with connecting elements with junction described girder, and the shaped steel of described girder and described connecting elements link together.
In described cylinder, be provided with segmented bushing pipe, on described bushing pipe, be provided with described connecting elements, described connecting elements is positioned at the junction of described cylinder and girder, be placed on the external described shaped steel of the beam of described girder and be provided with bolt hole, the shaped steel of described girder links together by bolt hole and described connecting elements.
The through hole of described girder is rectangular through-hole, protrude to center at the middle part of described rectangular through-hole, form the bellmouth orifice that extend to end at rectangular through-hole middle part, described beam body is embedded with embedded fixing component below through hole, on described embedded fixing component, be welded with shear resisting board, the top of described secondary beam is provided with shelves shaped steel, described part of shelving shaped steel is stretched out the end of described secondary beam, the described shaped steel of shelving is put on described girder, the shear resisting board of described girder stretches into the below, end of described secondary beam, and the steel strand of described secondary beam penetrate in the through hole on described girder.
Described secondary beam arranges haunch structure with the end that is connected of described girder.
Described end of main beam is formed with small gap in steel strand extending area, the degree of depth of described small gap is 50mm-150mm, described time beam end is formed with large breach in steel strand extending area, and the degree of depth of described large breach is 200mm-400mm, and the shear resisting board of described girder stretches into described large indentation, there.
Described floor is cast-in-place flat board or in-situ ribbed slab.
The cast-in-place part of the connected node of the connected node between described floor, described precast beam and described post, described secondary beam and described girder and superposed beam adopts integral cast-in-situ, thereby forms an overall structure.
Construction method according to a kind of novel reinforcement integral precast house structural system provided by the invention, comprises the steps:
A, construction have the post of pre-buried connecting elements;
The precast beam of B, installation girder and secondary beam, links together the end shaped steel of the precast beam of its middle girder and the connecting elements of post, and the end shaped steel of the precast beam of secondary beam is shelved on girder;
C, formwork, arrange adjustable prop under beam in the end of the precast beam of secondary beam, by secondary beam and the nib that is parallel on the precast beam of girder of secondary beam, slab form is installed;
D, bundle muscle water concrete, and the main muscle in top of colligation superposed beam, lays floor bar, and the connected node between connected node, girder and secondary beam between the cast-in-place part in top, precast beam and the post of monobloc cast superposed beam and the concrete of floor, complete overall structure;
E, form removal, concrete reaches after some strength, adjustable prop under stripping and beam.
It further comprises following steps:
In steps A, build in post process and bury connecting elements underground at top, in step B, end shaped steel and the connecting elements of girder are fixed together, the end of secondary beam links together by the through hole on girder and girder.
In step C, in a nib of secondary beam and the girder parallel with described secondary beam, arrange and cross steel pipe, and longitudinally joint steel pipe is set crossing on steel pipe, Encased truss is held on joint steel pipe, on Encased truss, lay again wooden grid, on wooden grid, lay slab form.
In step C, at all secondary beams with the both ends of part girder, adjustable pillar under beam is set.
According to a kind of novel reinforcement integral precast house structural system provided by the invention compared with prior art tool have the following advantages:
1, the present invention adopts precast beam and cast-in-place post, cast-in-situ floor monobloc cast to form structural system, wherein adopt prestress wire as the prestressing force precast beam of main muscle, can reduce the steel using amount of main muscle and the height of beam body, precast beam is manufactured in factory by pretensioned prestressing technology, can produce in factory mass, thereby reduce cost, the present invention is connected precast beam with cast-in-place post, cast-in-situ floor monobloc cast, structural integrity is good, and shock resistance is strong.
2, the present invention arranges shaped steel in the end of precast beam, and this shaped steel doubles as the old and new's concrete is in conjunction with shear key, again as shelving member with the installation of post or beam, thereby is beneficial to the installation of precast beam.
3, the present invention is provided with nib at Liang Tishang, and a nib can bear concrete deadweight by the floor mould bases supporting member using precast beam as the construction stage, has not only saved to land bearing frame, and can make slab form remove ahead of time, improves all transfer efficients of template.
4, on the girder in the precast beam in the present invention, be provided with through hole, the steel strand of secondary beam directly penetrate in through hole, thereby make steel strand anchoring in the rear pouring concrete of through hole, have improved the globality of precast beam and precast beam connected node.
5, on the cast-in-place post in the present invention, be provided with connecting elements, precast beam can be arranged on connecting elements, makes the easier for installation of precast beam, simultaneously, because cast-in-place post adopts the coupled column with bushing pipe, after coupled column is connected with precast beam, improved ductility and the anti-seismic performance of connected node.It is in place that such structure is convenient to precast beam install, and the diameter of described bushing pipe is also less, substantially do not hinder the in place of beam steel.
6, the in-situ ribbed slab in the present invention can effectively reduce the deadweight of floor, reduces the steel using amount of floor, and seismic load reduces.
Prefabricated owing to having adopted precast beam to mention in factory according to the construction method of a kind of novel reinforcement integral precast house structural system provided by the invention, speed of application is accelerated, simultaneously, owing to being provided with shaped steel and a nib, in whole work progress, the lifting of precast beam is convenient, also more convenient for the formwork of floor, also can not affect the construction progress of other parts.This construction method amount of labour used reduces, and workman's technical quality is required to reduce, and speed of application is faster than full cast-in-place structural.In the present invention, at the two ends of partial precast beam, adjustable prop under beam is set, reduce the beam span of precast beam construction stage, make the lower rebar consumption of beam not controlled by the construction stage, reduce the requirement of strength to end connecting piece simultaneously, reduce and connect node steel using amount, reduce girder in the supporting capacity requirement of construction stage, the resistance to overturning when improving flooring and watering concrete.
Accompanying drawing explanation
Fig. 1 is partial perspective view of the present invention, basic composition of the present invention shown in figure.
Fig. 2 is the syndeton schematic diagram of post of the present invention and girder.
Fig. 3 is the syndeton schematic diagram of secondary beam of the present invention and girder.
Fig. 4 is the structural representation after secondary beam of the present invention and girder are built.
Fig. 5 is the front view of middle girder of the present invention.
Fig. 6 is the stereogram of middle girder of the present invention.
Fig. 7 is the internal construction schematic diagram of middle girder of the present invention.
Fig. 8 is that middle girder of the present invention is looked sectional view on a left side for lead to the hole site.
Fig. 9 is that sectional view is looked on a left side, end for middle girder of the present invention, the structure of the net of pectination shown in figure sheet.
Figure 10 is the end enlarged drawing of middle girder of the present invention.
Figure 11 is the inner end portion structure enlarged drawing of middle girder of the present invention.
Figure 12 is the front view of the another kind of embodiment of middle girder of the present invention.
Figure 13 is the front view of secondary beam in the present invention.
Figure 14 is the stereogram of secondary beam in the present invention.
Figure 15 is the internal construction schematic diagram of secondary beam in the present invention.
Figure 16 is the left view of secondary beam in the present invention.
Figure 17 is the inner end portion structural representation of secondary beam in the present invention, the structure of the net of pectination shown in figure sheet.
Figure 18 is the end partial enlarged drawing in secondary beam in the present invention.
Figure 19 is the inner end portion partial structurtes enlarged drawing in secondary beam in the present invention.
Figure 20 is the front view of center pillar of the present invention.
Figure 21 is the bundle muscle schematic diagram of center pillar of the present invention.
Figure 22 is the formwork schematic diagram of center pillar of the present invention.
Figure 23 is the structural representation of center pillar of the present invention.
Figure 24 is the structural representation after center pillar of the present invention and precast beam lifting.
Figure 25 is formwork erecting structure schematic diagram of the present invention.
Figure 26 is the structural representation of floor of the present invention.
The specific embodiment
Referring to Fig. 1 to Fig. 4, the embodiment of a kind of novel reinforcement integral precast house structural system providing in the present invention, comprise floor 300, support the superposed beam 100 of described floor 300, and post 200 and/or shear wall, described superposed beam 100 is divided into girder 101 and secondary beam 102, described girder 101 is for connecting described post 200 and/or shear wall, described secondary beam 102 is connected on described girder 101, described superposed beam comprises prestressing force precast beam and cast-in-place part, wherein prestressing force precast beam comprises beam body 1 and is embedded in described beam body 1 prestress wire 2 as main muscle, at least one end of described beam body 1 is provided with and is suitable for the shaped steel 3 that is connected with external structure, the part of described shaped steel 3 is embedded in described beam body 1, remainder is placed on the end of described beam body 1, precast beam in described girder 101 is connected with described post 200 by shaped steel 3, precast beam in described secondary beam 102 is shelved on described girder 101 by shaped steel 3, on the beam body of the beam body 1 of the precast beam of wherein said secondary beam 102 and the girder that parallels with described secondary beam 102, be vertically arranged with a plurality of nibs 4.
Superposed beam 100 in the present invention can be supported on post 200, can be to be also supported on shear wall, and certainly, post 200 and shear wall also can exist simultaneously.
The so-called steel strand 2 of the present invention adopt many braided steel wires to form, and this kind of steel strand 2 intensity are high, good toughness, and after adopting pre-tensioning system to stretch, the concrete of beam body can produce higher prestressing force.
The alleged superposed beam of the present invention comprises that prestressing force pre-erection and cast-in-place portion form in two sub-sections, in order to be beneficial to description, are referred to as prestressing force precast beam by prestressing force pre-erection in the present invention.And in being described below, beam body all refers to the beam body in prestressing force precast beam.Description for girder all refers to the precast beam in girder, for the description of secondary beam, all refers to the precast beam in secondary beam.The beam body 1 of precast beam is provided with stirrup 11, and the part of stirrup 11 is stretched out the upper surface of beam body 1, is retained in the stirrup 11 of beam body upper surface for the reinforcing bar of the cast-in-place part of colligation superposed beam, and this cast-in-place part is built and is integrally formed structure together with floor.
All superposed beams that are connected with post or shear wall are girder 101 in the present invention, and all superposed beams that are arranged on girder 101 are secondary beam 102.Girder and secondary beam can be slightly different on end construction, but its main formation is identical.For the name of girder and secondary beam, be mainly with superposed beam residing position and determining when mounted.Fig. 5 to Figure 19 is the structure chart of girder 101 of the present invention and secondary beam 102, and in the following description, girder 101 and secondary beam 102 are consistent for the label of same components, and for the description of same section, no longer indicating is main beam structure or inferior girder construction.
Referring to Fig. 8 and Fig. 9 and Figure 16 and Figure 17, in the above-described embodiment providing in the present invention, described steel strand 2 adopt pre-tensioning system construction to be embedded in described beam body 1, and the quantity of described steel strand 2 is 3-18 root.Specifically can be chosen as 4,6,8,12,16.The present embodiment middle girder and secondary beam are 4.Adopt pre-tensioning system can economize the techniques such as the accessories such as Decanning, ground tackle and grouting construction, greatly saved cost, construct convenient, be suitable for large-scale production.Steel strand 2 consumptions that adopt pre-tensioning system construction to be embedded in beam body 1 obviously reduce than traditional reinforcing bar steel using amount.Prestress wire precast beam is when putting, and beam is known from experience and produced antiarch, thereby can effectively reduce the amount of deflection of superposed beam, reduces deck-molding, and prestressing force superposed beam is work with cracking not, and beam rigidity is large, good endurance.
Referring to Fig. 5 to Fig. 8 and Figure 13 to Figure 15, in the above-described embodiment providing in the present invention, the end of described steel strand 2 has enlarged footing 23, and described enlarged footing 23 is anchored in the concrete of connected node, can greatly improve the anchoring property of steel strand, thereby improve the overall performance of structure.
Referring to Fig. 8, Fig. 9 and Figure 11 and Figure 15, Figure 16 and Figure 19, in the above-described embodiment providing in the present invention, 4 described steel strand 2 in girder and secondary beam are embedded in the bottom of described beam body 1, and the top of described beam body 1 is also embedded with 2 prestress wires 21 that adopt pre-tensioning system construction.4 of bottoms steel strand are used for making precast beam to produce prestressing force in the present invention, and 2, top steel strand 21 are for the recurvation square of putting a generation of balance bottom steel strand 2, make beam body 1 upper surface avoid producing crack when bottom steel strand 2 are put.For reduce upper steel twisted wire 21 when putting to concrete local failure, the position that can stretch out beam body 1 end at upper steel twisted wire 21 arranges spiral hoop 22.Described spiral hoop 22 strengthens the local strength of its position, thereby can eliminate the destruction of 21 pairs of concrete parts of upper steel twisted wire, has improved safety.Certainly, described upper steel twisted wire 21 can be also high-tensile steel wires.
Referring to Figure 13 and Figure 14, in the above-described embodiment providing in the present invention, the present invention is provided with a nib 4 on the beam body 1 of secondary beam 102, simultaneously, referring to Fig. 1 and Figure 12, on the girder 1011 paralleling with secondary beam 102, be also provided with nib 4, but for installing on the girder of secondary beam, a nib be not set.Described nib 4 is for installing the supporting member of slab form, and slab form and bracing frame are arranged on supporting member, makes cast-in-situ floor template without setting, land bearing frame, accelerating construction progress.In addition, because the deadweight of upper strata floor and working load can not be delivered to lower floor by landing bearing frame, therefore, lower floor's slab form can be removed in advance after concrete reaches some strength.Thereby greatly improve all transfer efficients of template, reduce formwork cost.Due to without the intensive bearing frames such as scaffold that land are set, make flooring spacious, be beneficial to synchronously carrying out and construction equipment operation of other operations, improved the construction speed in house.
Referring to Figure 12, Figure 13 and Figure 15, in the above-described embodiment providing in the present invention, all nibs 4 on described beam body 1 are positioned on same level line, and described nib 4 is through hole, thereby form a nib on the two side of beam body 1.All nibs 4 are arranged in the same horizontal line, can guarantee that the template that is arranged on nib 4 place is in same plane, thereby guarantee the planarization of whole floor.Described nib 4 is through hole, and the support member of template can directly pass, and arranges and shelve bar in the both sides of beam body, shelves bar for installation form or formwork-support.Certainly this nib 4 also can be arranged to blind hole, and arranges respectively in the both sides of beam body, and this blind hole also can be for installation form.But being set, through hole is optimum scheme, easy to process, use also simpler.
Referring to Figure 18, in the above-described embodiment providing in the present invention, in described nib 4, be provided with hollow pipe fitting 41, described pipe fitting 41 is beneficial to the shaping of a described nib 4.When manufacturing precast beam, hollow pipe fitting 41 is pre-set, by the two ends shutoff of pipe fitting 41.After having built, form a described nib 4.Described pipe fitting 41 together bury underground with beam body 1 in.Described pipe fitting 41 is not only beneficial to the shaping of a nib 4, reduces the pore-forming cost of a nib 4.And played in use the protective effect to beam body 1, prevent that supporting die plate is for the wearing and tearing of beam body 1 concrete.
Referring to Figure 13 and Figure 18, in the above-described embodiment providing in the present invention, the diameter a of described nib 4 is 2cm-8cm, can elect 2cm, 4cm, 5cm, 6cm, 8cm as.The setting of described nib 4 can not be too large, if too large, is unfavorable for the installation of template assembly.Spacing c between an adjacent described nib 4 is 80cm-120cm, can elect 80cm, 90cm, 100cm, 110cm, 120cm as, and the selection of this spacing can guarantee the intensity of whole shuttering supporting.The distance b of the end face of the center of described nib 4 and described beam body 1 is 8cm-20cm.Can elect 8cm, 10cm, 13cm, 15cm, 17cm, 20cm as.Described nib 4 can not from the end face of beam body 1 too close to, if too near, can affect the flexural strength of construction stage beam body 1.
Referring to Fig. 5 and Fig. 6 and Figure 13 and Figure 15, in the above-described embodiment providing in the present invention, the end of the beam body 1 of the precast beam in described girder and secondary beam is formed with breach 12 in described steel strand 2 extending areas.Steel strand 2 of the present invention are positioned at the bottom of described beam body 1, thereby make beam body have prestressing force.Due to the end of beam body and the gap of external member very little, steel strand and outside reinforcing bar cannot make precast beam accurately in place after colliding.For this reason, the present invention is provided with breach 12 in steel strand 2 extending areas, and steel strand 2 are crooked at the interior trace of breach 12, thereby make steel strand when colliding with outside reinforcing bar, and it can bending avoid outside reinforcing bar.Referring to Fig. 5 and Fig. 6, the degree of depth of described breach 12 is 50mm-150mm.The present embodiment is 100mm, and this breach is small gap, and this small gap can meet the crooked needed space of steel strand.The main muscle of post can be effectively avoided in the setting of above-mentioned size.This small gap scheme is mainly arranged on the end of girder 101.Referring to Figure 13 and Figure 15, and for secondary beam 102 the installation relation with girder 101, the steel strand of secondary beam 102 need a larger curved space, and the steel strand of guarantee secondary beam 101 stretch in the through hole 6 of girder 102, realize the steel strand anchoring of secondary beam 101 in girder 102.Therefore, the degree of depth of the breach of secondary beam 102 is 200mm-400mm, and the present embodiment is 300mm, is called again large breach.
Referring to Fig. 7 and Figure 11 and Figure 15 and Figure 19, in the above-described embodiment providing in the present invention, the root of the described breach 12 of the Liang Tishang in described girder and secondary beam is embedded with pectination net sheet 13, and described net sheet is converted into shape by single steel bar Curved Continuous, and inserts in the space between described steel strand 2.In above-described embodiment that the present invention provides, because bottom steel strand 2 produce local failure to beam body concrete when putting, described net sheet 13 can prevent that this position concrete from producing crack.This net sheet is at least two, with this, meets requirement of strength.Net sheet is bent into pectination, and inserts in the space between steel strand 2.This structure can make steel strand 2 without through this net sheet, is manufacturing Liang Tishi, can be first by steel strand tension, and then lay net sheet, convenient construction.
Referring to Fig. 7 and Figure 11 and Figure 15 and Figure 19, the present invention buries sleeve pipe 5 underground in the end of the described beam body 1 of girder and secondary beam, makes part bottom steel strand 2 through sleeve pipe 5.Sleeve pipe 5 is set, and when the production phase, can to effectively reduce the local prestressing force of beam end of body excessive, eliminates this place and produce crack, owing to can reducing the recurvation square of beam end of body, the pre-tensile stress of the end upper surface of beam body reduced, thereby prevent crack.And in operational phase, the compressive pre-stress sleeve producing due to the bottom, end of beam body partly discharges, after the compressive stress stack that the negative moment of backing plate with beam is produced, can be less than the compressive strength of concrete, prevent that beam end of body bottom concrete is destroyed.
Two ends at beam body 1 in the present embodiment all arrange sleeve pipe 5, thus the destruction that 2 pairs of concretes of bottom steel strand of elimination two ends of beam body cause.Precast beam of the present invention can be used in earthquake zone, expanded the scope of application.
Referring to Fig. 7 and Figure 11 and Figure 15 and Figure 19, in the above-described embodiment providing in the present invention, described sleeve pipe 5 is plastic bushing, or the sleeve structure being wrapped to form by outsourcing material.Cover has the quantity of the bottom steel strand 2 of described sleeve pipe 5 to be less than sum, and not all bottom steel strand 2 all overlap and have sleeve pipe.In order to meet requirement of the present invention, the quantity of sleeve pipe 5 can be the 1/3-2/3 of steel strand quantity, and the present embodiment two ends of 2 in four bottom steel strand 2 is provided with sleeve pipe 5.
Referring to Fig. 8 and Figure 16, in the above-described embodiment providing in the present invention, cover has the described bottom steel strand 2 of sleeve pipe 5 with center line, to be arranged symmetrically with on the width of described beam body 1.Above-mentioned setting can guarantee the left and right sides stress balance of beam body 1, can not produce beam body 1 unbalance stress.
Referring to Fig. 7 and Figure 11 and Figure 15 and Figure 19, in the above-described embodiment providing in the present invention, the total length of described sleeve pipe 5 is the 5%-15% of the total length of described beam body 1.The length of described sleeve pipe 5 is excessive, can affect the prestressing force that beam body 1 has, and therefore, the 5%-15% that the sleeve pipe at two ends 5 total lengths is limited to the total length of beam body 1 can be good at addressing the above problem.The present embodiment is 7%.
Above-mentioned sleeve pipe 5 can adopt and be coated with oil reservoir and substitute in the present invention, and the two ends coating oil at the partial prestressing steel strand of bottom, forms oil reservoir, and oil reservoir also can meet the demands.
Referring to Fig. 5 and Fig. 6, in the above-described embodiment providing in the present invention, for connecting beam body 1 belly of the described girder 101 of secondary beam 102, be provided with a plurality of through holes 6, the end of described secondary beam 102 links together with described girder 101 by described through hole 6.The quantity of described through hole 6 is a plurality of, according to secondary beam quantity is installed, determines.Owing to being provided with described through hole 6, the steel strand of secondary beam can be stretched in described through hole 6, then by the end of secondary beam together with through hole 6 monobloc casts.Thereby make girder and secondary beam integrated connection.
Referring to Fig. 3, Fig. 5 and Fig. 8, in the above-described embodiment providing in the present invention, the through hole 6 on described girder 101 is rectangular through-hole, and protrude at the 61Xiang center, middle part of described rectangular through-hole, forms 62 bellmouth orifices that extend from rectangular through-hole middle part 61 to end.Described through hole 6 is arranged to horn mouth and can be better beneficial to being connected of secondary beam 102 and girder 101, and described horn mouth shaping template is conveniently stripped.The present invention is owing to being provided with the through hole 6 of double horn degree of lip-rounding formula, and the end of the steel strand of secondary beam 102 can arrive the horn mouth of an other side through the horn mouth at place, and enlarged footing 23 is anchored to the horn mouth place of an other side.The good integrity that the concrete of building in the through hole 6 of this double horn degree of lip-rounding formula is combined with beam body after being shaped.
Referring to Fig. 8 and Fig. 9, in the above-described embodiment providing in the present invention, the beam body 1 of described girder is embedded with embedded fixing component 7 below through hole 6, and described embedded fixing component 7 comprises the fixed head 71 and the junction plate 72 that is connected described fixed head 71 that is positioned at described beam body 1 both sides.On described fixture 7, be welded with shear resisting board 73.Described junction plate 72 is vertical setting, welds described shear resisting board 73 on fixed head 71.Together with described shear resisting board 73 is cast in secondary beam 102 end concretes, shear resisting board 73 has strengthened the shear behavior of connected node.
Referring to Figure 10, in above-described embodiment provided by the invention, the width d of described through hole 6 is 200mm-400mm, and concrete numerical value can be elected 200mm, 250mm, 300mm, 350mm or 400mm as.Height h is 200mm-400mm, and concrete numerical value can be elected 200mm, 250mm, 300mm, 350mm or 400mm as.Described through hole 6 can meet the installation needs of secondary beam for above-mentioned size.Certainly, when selecting size, arrange according to the overall dimensions of precast beam.So that described through hole 6 is unlikely to affect the bulk strength of beam body 1 in the construction stage.
Referring to Fig. 3, Fig. 4 and Figure 13, Figure 14, in the above-described embodiment providing in the present invention, the top of beam body 1 end of secondary beam 102 is provided with shelves shaped steel 3 ', and support member when this shelves shaped steel 3 ' as secondary beam 102 installation, can be placed on girder 101 when secondary beam 102 is installed in the early stage.In the time of together with secondary beam is cast in girder, this shelves shaped steel 3 ' again as the shear key of the old and new's concrete bonding surface, has greatly improved the shear strength in this cross section, place.Shelve shaped steel 3 ' for steel rod elements.Thereby facilitate secondary beam 102 in place.
Referring to Fig. 4, in the above-described embodiment providing in the present invention, secondary beam 102 arranges haunch structure 103 with the end that is connected of girder 101.Adopt haunch structure 103 both to strengthen the sectional dimension of girder and secondary beam junction, facilitate again the setting of vertical shear resisting board, can improve the normal section shear strength of secondary beam 102 ends, and improve the globality of secondary beam 102 and girder 101.
Referring to Fig. 2 and Figure 20, in the above-described embodiment providing in the present invention, described post 200 comprises cylinder 201 and is embedded in the main muscle 202 in described cylinder 201, the junction with described girder 101 of described cylinder 201 is provided with connecting elements 203, beam body 1 end of described girder 101 is provided with above-mentioned shaped steel 3, and described shaped steel 3 links together with described connecting elements 203.While the invention enables girder 101 to install in the early stage, can be placed on post 200, installation rate is accelerated greatly.In the time of together with girder 101 is cast in post 200, this shaped steel 3, again as the shear key of the old and new's concrete bonding surface, has improved the shear strength in this cross section, place greatly.
Referring to Fig. 2 and Figure 20, in the above-described embodiment providing in the present invention, in described cylinder 201, be provided with segmented bushing pipe 204, on described bushing pipe 204, be provided with described connecting elements 203, described connecting elements 203 is positioned at the junction of described cylinder 201 and girder 101, be placed on the described shaped steel 3 outside the beam body 1 of described girder 101 and be provided with bolt hole 31, the shaped steel 3 of described girder links together by bolt hole 31 and described connecting elements 203.The present invention adopts the coupled column with bushing pipe 204, after coupled column is connected with precast beam, improved ductility and the anti-seismic performance of connected node, it is in place that such structure is convenient to precast beam install, and the diameter of described bushing pipe is also less, substantially do not hinder the in place of beam steel.On bushing pipe 204, dead joint member 203, make connecting elements 203 more firm.Bushing pipe 204 in cylinder 201 is segmentation structure, can effectively reduce the steel using amount of bushing pipe, reduces costs;
Shaped steel 3 of the present invention can be channel-section steel, steel plate, angle steel or i iron.
Referring to Fig. 5, Figure 10 and Figure 11, in the above-described embodiment providing in the present invention, the part that the shaped steel 3 of described girder is placed on described beam body 1 accounts for the 1/3-1/2 of the whole length of shaped steel, and the present embodiment is 1/2.This scope setting can guarantee the bonding strength of shaped steel 3 and beam body 1, guarantees the bonding strength with external member simultaneously.The described shaped steel 3 being embedded in beam body 1 is step, is not affecting under the prerequisite of bonding strength, and the consumption of shaped steel is reduced.
Referring to Fig. 1, in the above-described embodiment providing in the present invention, described floor 300 is cast-in-place flat board or in-situ ribbed slab.The present invention adopts in-situ ribbed slab can effectively reduce the deadweight of floor, reduces the steel using amount of floor, and seismic load reduces.Connected node between described floor 300, described precast beam 100 and described post 200, described secondary beam 102 adopt integral cast-in-situ with the connected node of described girder 101 and the cast-in-place part of superposed beam, thereby form an overall structure.Make globality of the present invention better, anti-seismic performance is good.
Referring to Figure 21, the construction method of a kind of novel reinforcement integral precast house structural system providing in the present invention, comprises the steps:
The post of A, the pre-buried connecting elements of constructing; Post adopts cast-in-place method manufacture.According to carrying out the construction of post shown in Figure 21 to Figure 23, first, according to Figure 21 colligation post muscle, according to Figure 22 installation form, lay pre-buried connecting elements, water following part post concrete at the bottom of girder, be finally built into rod structure as shown in figure 23, on this post, there is connecting elements.
B, installation precast beam, shown in Figure 24, link together the end shaped steel of the precast beam of girder 101 3 and the connecting elements of post 200, and the end shaped steel 3 ' of the precast beam of secondary beam 102 is shelved on girder 101.
C, formwork, shown in Figure 25, in the end of secondary beam 102 and the end of part girder 101, adjustable prop 500 under beam is set, by the nib on the precast beam of the girder 1011 that props up nib and parallel with described secondary beam 102 on the precast beam of secondary beam 102, slab form is installed; The present invention installs slab form by the nib on precast beam, without floor-type support frame is set.Owing to being provided with adjustable prop 500 under beam, reduce the beam span of superposed beam construction stage, make the lower rebar consumption of beam not controlled by the construction stage, reduce the requirement of strength to end connecting piece simultaneously, reduce and connect node steel using amount, reduction is the supporting capacity requirement in the construction stage to girder, resistance to overturning when raising flooring waters concrete.
D, bundle muscle water concrete, as shown in Figure 26, the main muscle in the top of colligation superposed beam, lays floor bar 301 to ginseng, connected node between connected node, girder 101 and secondary beam 102 between the cast-in-place part in top, precast beam and the post of monobloc cast superposed beam and the concrete of floor, complete overall structure; By this step, precast beam and Bars In Poured Concrete Slab, cast-in-place post are watered and build up an integral body, improved the globality of precast beam and floor and post.
E, form removal, concrete reaches after some strength, adjustable prop under stripping and beam.
In steps A, build in post process and bury connecting elements underground at top, referring to Fig. 2 and Figure 24, in step B, the end shaped steel of girder 101 3 and connecting elements 203 are fixed together, and the end of secondary beam 102 links together with girder 101 by the fixing hole 6 on girder 101.The present invention arranges connecting elements at the top of post, makes girder when lifting, can be fixed on post, and the on-station position that is beneficial to girder is accurate.
In step C, referring to Figure 25, in a nib 4 of secondary beam 102, the girder 1011 that parallels with described secondary beam, arrange and cross steel pipe, and longitudinally joint steel pipe 501 is set crossing on steel pipe, Encased truss 502 is held on joint steel pipe 501, on Encased truss 502, lay again wooden grid 503, on wooden grid 503, lay slab form.
In step C, adjustable prop 500 under beam is set at the both ends of all secondary beams 102, and the both ends of the girder 1011 paralleling with secondary beam 102 arrange adjustable prop 500 under beam.Reduce the beam span of superposed beam construction stage, make the lower rebar consumption of beam not controlled by the construction stage, reduce the requirement of strength to end connecting piece simultaneously, reduce and connect node steel using amount, reduction is the supporting capacity requirement in the construction stage to girder, resistance to overturning when raising flooring waters concrete.Certainly, if when the bonding strength of the girder paralleling with described secondary beam 102 1011 and post is enough, girder 1011 also can not established adjustable prop under beam.
As another deformation program of the present invention, the structural system that can adopt precast beam, shear wall, post and floor to form, this structural system precast beam is to be supported by shear wall and post.Other structure is same as the previously described embodiments.

Claims (10)

1. a novel reinforcement integral precast house structural system, comprise floor, support the superposed beam of described floor, and post and/or shear wall, described superposed beam is divided into girder and secondary beam, described girder is used for connecting described post and/or shear wall, described secondary beam is connected on described girder, it is characterized in that: described superposed beam comprises prestressing force precast beam and cast-in-place part, wherein prestressing force precast beam comprises that Liang Tihe is embedded in described beam body the prestress wire as main muscle, the end of described beam body is provided with shaped steel, the part of described shaped steel is embedded in described beam body, remainder is placed on the end of described beam body, precast beam in described girder is connected with described post and/or shear wall by shaped steel, precast beam in described secondary beam is shelved on described girder by shaped steel, on the beam body of the precast beam of the beam body of the precast beam of wherein said secondary beam and the girder that parallels with described secondary beam, be vertically arranged with a plurality of nibs, for connecting the beam body belly of the described girder of secondary beam, be provided with a plurality of through holes, the end of described secondary beam links together by described through hole and described girder, the through hole of described girder is rectangular through-hole, protrude to center at the middle part of described rectangular through-hole, form the bellmouth orifice that extend to end at rectangular through-hole middle part, described beam body is embedded with embedded fixing component below through hole, on described embedded fixing component, be welded with shear resisting board, the top of described secondary beam is provided with shelves shaped steel, described part of shelving shaped steel is stretched out the end of described secondary beam, the described shaped steel of shelving is put on described girder, the shear resisting board of described girder stretches into the below, end of described secondary beam, the steel strand of described secondary beam penetrate in the through hole on described girder, described floor is cast-in-place flat board or in-situ ribbed slab.
2. a kind of novel reinforcement integral precast house structural system as claimed in claim 1, it is characterized in that: described post comprises cylinder and is embedded in the main muscle in described cylinder, described cylinder be provided with connecting elements with junction described girder, the shaped steel of described girder and described connecting elements link together.
3. a kind of novel reinforcement integral precast house structural system as claimed in claim 2, it is characterized in that: in described cylinder, be provided with segmented bushing pipe, on described bushing pipe, be provided with described connecting elements, described connecting elements is positioned at the junction of described cylinder and girder, be placed on the external described shaped steel of the beam of described girder and be provided with bolt hole, the shaped steel of described girder links together by bolt hole and described connecting elements.
4. a kind of novel reinforcement integral precast house structural system as claimed in claim 1, is characterized in that: described secondary beam arranges haunch structure with the end that is connected of described girder.
5. a kind of novel reinforcement integral precast house structural system as claimed in claim 1, it is characterized in that: described end of main beam is formed with small gap in steel strand extending area, the degree of depth of described small gap is 50mm-150mm, described time beam end is formed with large breach in steel strand extending area, the degree of depth of described large breach is 200mm-400mm, and the shear resisting board of described girder stretches into described large indentation, there.
6. a kind of novel reinforcement integral precast house structural system as claimed in claim 2, it is characterized in that: the cast-in-place part of the connected node of the connected node between described floor, described precast beam and described post, described secondary beam and described girder and superposed beam adopts integral cast-in-situ, thereby forms an overall structure.
7. a construction method for novel reinforcement integral precast house structural system, comprises the steps:
A, construction have the post of pre-buried connecting elements;
The precast beam of B, installation girder and secondary beam, links together the end shaped steel of the precast beam of its middle girder and the connecting elements of post, and the end shaped steel of the precast beam of secondary beam is shelved on girder;
C, formwork, arrange adjustable prop under beam in the end of the precast beam of secondary beam, by the nib on the precast beam of secondary beam and the girder that parallels with secondary beam, slab form is installed;
D, bundle muscle water concrete, and the main muscle in top of colligation superposed beam, lays floor bar, and the connected node between connected node, girder and secondary beam between the cast-in-place part in top, precast beam and the post of monobloc cast superposed beam and the concrete of floor, complete overall structure;
E, form removal, concrete reaches after some strength, adjustable prop under stripping and beam.
8. the construction method of a kind of novel reinforcement integral precast house structural system as claimed in claim 7, it is characterized in that: in steps A, build in post process and bury connecting elements underground at top, in step B, end shaped steel and the connecting elements of girder are fixed together, and the end of secondary beam links together by the through hole on girder and girder.
9. the construction method of a kind of novel reinforcement integral precast house structural system as claimed in claim 7, it is characterized in that: in step C, secondary beam arranges and crosses steel pipe with the propping up in nib of girder parallel with described secondary beam, and longitudinally joint steel pipe is set crossing on steel pipe, Encased truss is held on joint steel pipe, on Encased truss, lay again wooden grid, on wooden grid, lay slab form.
10. the construction method of a kind of novel reinforcement integral precast house structural system as claimed in claim 7, is characterized in that: in step C, at all secondary beams with the both ends of part girder, adjustable pillar under beam is set.
CN201010297732.3A 2010-09-28 2010-09-28 Reinforced concrete prefabricated integrally-cast building structure system and construction method thereof CN102418386B (en)

Priority Applications (1)

Application Number Priority Date Filing Date Title
CN201010297732.3A CN102418386B (en) 2010-09-28 2010-09-28 Reinforced concrete prefabricated integrally-cast building structure system and construction method thereof

Applications Claiming Priority (1)

Application Number Priority Date Filing Date Title
CN201010297732.3A CN102418386B (en) 2010-09-28 2010-09-28 Reinforced concrete prefabricated integrally-cast building structure system and construction method thereof

Publications (2)

Publication Number Publication Date
CN102418386A CN102418386A (en) 2012-04-18
CN102418386B true CN102418386B (en) 2014-03-12

Family

ID=45943012

Family Applications (1)

Application Number Title Priority Date Filing Date
CN201010297732.3A CN102418386B (en) 2010-09-28 2010-09-28 Reinforced concrete prefabricated integrally-cast building structure system and construction method thereof

Country Status (1)

Country Link
CN (1) CN102418386B (en)

Families Citing this family (10)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
CN102661051B (en) * 2012-05-14 2014-08-27 天津住宅集团建设工程总承包有限公司 Construction method for prefabricated perforated type filling module of ribbed cast-in-place concrete floor slab
CN102747780B (en) * 2012-06-28 2014-03-12 华汇工程设计集团股份有限公司 Pre-tensioning-method pre-stress superposed beam building structure system and construction process thereof
CN102733544B (en) * 2012-06-28 2014-12-10 华汇工程设计集团股份有限公司 Pretension prestress composite beam prefabricated component having gaps and corbels
CN103046645B (en) * 2012-08-16 2016-08-24 杨众 A kind of whole casting structure and construction method of Large-span Precast
CN103741792B (en) * 2014-01-02 2015-10-28 王睿敏 Overall assembling frame system and construction method
CN103982041A (en) * 2014-05-07 2014-08-13 杜景云 Method for constructing reinforced-concrete prefabricated element fabricated building with frame structure system
CN104727439B (en) * 2015-03-09 2017-01-18 沈阳建筑大学 Assembly concrete pillar and beam structure and assembly connecting method
CN105297982B (en) * 2015-10-14 2017-07-04 山东凝华建筑科技有限公司 Laminated plate floor construction system and preparation method based on the prestress baseboard with truss
CN105839846A (en) * 2016-03-22 2016-08-10 哈尔滨工业大学 Prefabricated reinforced concrete composite beam
CN106284787B (en) * 2016-08-05 2018-10-26 成都市第四建筑工程公司 Assembled superimposed sheet is installed and localization method

Citations (4)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JP2001123534A (en) * 1999-10-25 2001-05-08 Dai Nippon Construction Construction of composite precast beam
CN101418630A (en) * 2008-11-03 2009-04-29 杨峰 Pretensioned prestressing composite girder and method for producing the same
CN101769072A (en) * 2009-12-31 2010-07-07 台州建筑安装工程公司 Composite beam die and method for making composite beam with composite beam die
CN201785868U (en) * 2010-09-28 2011-04-06 杨峰 Structure system of novel reinforcement integral precast house

Family Cites Families (2)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JPH035173A (en) * 1989-06-01 1991-01-10 Canon Inc Motor controller
JPH09105173A (en) * 1995-10-09 1997-04-22 Ando Corp Connecting section structure of precast prestressed reinforced-concrete frame

Patent Citations (4)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
JP2001123534A (en) * 1999-10-25 2001-05-08 Dai Nippon Construction Construction of composite precast beam
CN101418630A (en) * 2008-11-03 2009-04-29 杨峰 Pretensioned prestressing composite girder and method for producing the same
CN101769072A (en) * 2009-12-31 2010-07-07 台州建筑安装工程公司 Composite beam die and method for making composite beam with composite beam die
CN201785868U (en) * 2010-09-28 2011-04-06 杨峰 Structure system of novel reinforcement integral precast house

Also Published As

Publication number Publication date
CN102418386A (en) 2012-04-18

Similar Documents

Publication Publication Date Title
KR100667921B1 (en) Construction method of pylon using precast concrete beam
CN203320738U (en) Assembled concrete frame-shear wall structure
CN203097016U (en) Assembled-type concrete frame shear wall structure
CN103669598B (en) A kind of multi-layer concrete frame construction top add a layer construction method for steel frame foot joint
CN106677070B (en) A kind of high-altitude long-span heavy duty construction of beam bracket and construction method
KR20060052720A (en) Constructing the large-span self-braced building of composite load-bearing wall-panels and floors
CN103422434B (en) Corrugated sheet steel combinative structure bridge floor system
CN1995571B (en) Built-in steel truss concrete combined huge size beam column frame and its manufacture method
CN105888108B (en) Built-in positioning prefabricated component reinforced concrete shear wall and construction method
CN106702910B (en) A kind of main girder construction technique of the double rope face low-pylon cable-stayed bridges of double tower
JP6329702B2 (en) Assembling-type reinforced concrete pier column member
CN102003069A (en) Construction method and pouring device for framework masonry infill wall structure
CN103469939A (en) Flexible connection anti-seismic structure for masonry infilled wall and main body, and construction method for flexible connection anti-seismic structure
CN101851983A (en) Template-free U-shaped steel concrete combination beam
CN206070562U (en) Subassembly formula underground structure
CN103046746B (en) Construction method of conversion beam reinforcing bars for tall building structure
CN102322101A (en) Construction method for formed steel reinforced concrete beam-column nodes
CN104895092B (en) The method that a kind of interim lattice column of inner support is used as permanent structure post
CN102979221B (en) Shear wall structure configured with crossed slant internal prestress and construction method of shear wall structure
CN104652705B (en) Prefabricated and assembly type steel reinforced concrete column with high-performance concrete frame and construction method
CN203669112U (en) Added-storey steel frame column base joint on top of multilayer concrete frame structure
CN105735469A (en) Partially-bonded precast prestressed concrete frame structure
CN103790265A (en) Method for manufacturing and assembling prefabricated concrete filled steel tube core column stiffening shear wall
CN103243804A (en) Pre-stressed combined frame of thin wall section steels and concrete, and construction method thereof
CN203923924U (en) No. 0 section bracket prepressing device

Legal Events

Date Code Title Description
C06 Publication
PB01 Publication
C10 Entry into substantive examination
SE01 Entry into force of request for substantive examination
GR01 Patent grant
ASS Succession or assignment of patent right

Free format text: FORMER OWNER: HUAHUI ENGINEERING DESIGN GROUP CO., LTD.

Effective date: 20150217

Owner name: HUAHUI ENGINEERING DESIGN GROUP SHARES CO., LTD.

Free format text: FORMER OWNER: YANG FENG

Effective date: 20150217

C41 Transfer of patent application or patent right or utility model
TR01 Transfer of patent right

Effective date of registration: 20150217

Address after: 312000 Zhejiang Province, Shaoxing Zhongxing Road No. 339 building Huahui Changan

Patentee after: Huahui Engineering Design Group Co., Ltd.

Address before: 312000 Zhejiang Province, Shaoxing Zhongxing Road No. 339 building Huahui Changan

Patentee before: Yang Feng

Patentee before: Huahui Engineering Design Group Co., Ltd.